114 results about "Truss bridge" patented technology

The invention relates to the technical field of concrete paving, in particular to a steel truss bridge surface ultrahigh toughness concrete automatic dispersing and paving device and a construction method.The device comprises a mounting shell assembly, a concrete dispersing mechanism is mounted at the upper end of the mounting shell assembly, and a paving range regulating and controlling mechanism is arranged in the mounting shell assembly; the paving range regulating and controlling mechanism is arranged at the lower end of the concrete dispersing mechanism; the method comprises the following steps of traction installation, concrete dispersion, preliminary adjustment of output width, preliminary adjustment of paving thickness, high-frequency vibration and power output. According to the device, full dispersion operation can be carried out on ultrahigh-toughness concrete, dispersion uniformity is guaranteed, targeted adjustment can be carried out according to the paving width and thickness, and plane vibration leveling operation is carried out on the surface of the ultrahigh-toughness concrete after paving is completed; the dispersion uniformity and the paving quality of the ultrahigh-toughness concrete are further ensured.

Disclosed are a camber adjustment device of a prefabricated truss bridge and a prefabricated truss bridge having same. According to one aspect of the present invention, a camber adjustment device of a prefabricated truss bridge formed by assembling truss panels, including upper members, lower members, vertical members, and diagonal members, in one direction may be provided, the camber adjustment device including connection members that are provided at both ends of the upper members and lower members and connect the upper members and lower members to the neighboring upper members and lower members, wherein the connection members can be adjusted in length from both ends of the upper members and lower members by a length adjustment means.

The invention relates to the technical field of bolt looseness monitoring, in particular to a visual monitoring and early warning method and system for looseness of a high-strength bolt of a steel truss bridge, and the method comprises the steps: obtaining a bolt gray image and a reference gray image of the high-strength bolt on the steel truss bridge; strong edge points and weak edge points are obtained, and the strong edge points are clustered; calculating the linearity of each strong edge point, and screening and rejecting the strong edge points in the cluster; determining a first evaluation value and a second evaluation value of each weak edge point, adjusting a high threshold in a dual-threshold edge detection algorithm, re-dividing the weak edge points and strong edge points in a cluster, and extracting an edge line in the bolt grayscale image; acquiring a matched edge line of each edge line in the bolt grayscale image; and obtaining a loosening coefficient of the bolt gray level image, and monitoring and early warning the loosening state of the high-strength bolt. According to the invention, the monitoring accuracy of the loosening state of the high-strength bolt is improved.

The application relates to a steel truss bridge thick plate residual stress detection and repair integrated construction device, and belongs to the technical field of weld detection, which comprises a frame body, a drilling device, a strain gauge and a strain acquisition and analysis instrument are arranged on the frame body, a bearing disc is arranged on the frame body, the bearing disc slides along the vertical direction relative to the frame body, meanwhile, the bearing disc is also rotationally connected with the frame body, and the bearing disc rotates relative to the frame body; a polishing disc and a filler box are further arranged on the frame body, the polishing disc, the filler box and the drilling device are all located below the bearing disc, the polishing disc is rotationally connected with the bearing disc and rotates relative to the bearing disc; the filler box and the drilling device are fixedly connected with the bearing disc, the filler box is filled with metal filler, and a feeding pipe group for conveying the metal filler from the filler box to the outside is connected to the filler box, the application has the effect of timely plugging the residual small holes after the residual stress of the steel is detected, and the effect of repairing the steel is achieved.

The present application relates to a method for installing a river-crossing steel truss bridge, which relates to the field of bridge construction and aims to solve the problem of low installation efficiency of steel truss bridges. The method comprises the following steps: constructing piles in the middle of a river channel, transporting steel truss bridges from both sides of the river channel to the piles, and providing a calibration mechanism at the top of the piles for accurately docking two sets of steel truss bridges; step two: constructing a scaffolding on both sides of the river channel, with a detachable conveying mechanism provided on the scaffolding, and transporting the steel truss bridges via the conveying mechanism; step three: hoisting the steel truss bridge via a hoisting machine, so that the steel truss bridge is placed on the conveying mechanism; step four: accurately docking the two sets of steel truss bridges on the piles via the calibration mechanism. After the steel truss bridge is installed, the conveying mechanism is disassembled and the steel truss bridge is fixed. The present application has the effect of making the steel truss bridge more stable during installation, thereby improving installation efficiency.

This invention relates to the field of bridge health monitoring, providing a method and system for identifying local buckling of steel truss bridge members. The method includes: acquiring continuous dynamic strain, local rotation angle, and visual observation data; obtaining the original monitoring data set through spatiotemporal coordinate normalization and dimensional rearrangement; extracting dynamic curvature features, combining local rotation angle data to obtain boundary correction curvature, and extracting buckling candidate groups in conjunction with visual observation data; constructing a training label set based on the buckling candidate groups, simulation parameter set, and visual observation data; constructing buckling precursor features using boundary correction curvature and buckling candidate groups to generate a buckling identification network; extracting non-equilibrium decoupling features to generate an adaptive decoupling parameter set, constructing an updated feature tensor based on the boundary correction curvature, and outputting engineering early warning results based on the buckling identification network. This invention integrates multi-source heterogeneous spatiotemporal data and physically consistent mechanical constraints to construct a closed-loop mechanism for local buckling decoupling identification and adaptive early warning of steel truss bridge members.

The present invention discloses a wind barrier for a double-deck truss bridge, belonging to the technical field of wind barriers. It includes a number of spliced wind barrier units. The wind barrier unit includes wind barrier columns, a number of wind barrier strips, a sliding plate, a first rack assembly, a second rack assembly, a number of first columnar gear assemblies, a second columnar gear assembly, a wind power driving element and a traction element. The wind barrier columns are arranged at both ends of the wind barrier unit, and one end of the wind barrier column is connected to the bridge deck. The two side surfaces in the width direction of the sliding plate are slidably arranged on the inner walls of the wind barrier columns. The first rack assembly and the second rack assembly are oppositely arranged on the two side surfaces in the length direction of the wind barrier columns. A number of the first columnar gear assemblies and the second columnar gear assemblies are respectively arranged outside the first rack assembly and the second rack assembly. When the wind barrier in this technical solution is under strong wind, it can automatically change the ventilation rate of the wind barrier strips to ensure the safety performance of the bridge.

The invention discloses a male pipe combined construction steel truss girder bridge, and relates to the field of steel truss girder bridges, the male pipe combined construction steel truss girder bridge comprises a bridge deck slab and a cross beam arranged below the bridge deck slab, a plurality of web members are arranged between the cross beam and the bridge deck slab, the web members are located on the two sides of the cross beam, and the web members, the bridge deck slab and the cross beam jointly define a pipeline space used for containing a plurality of pipelines; wherein the pipeline space comprises a first pipeline space body and a second pipeline space body which are arranged in the bridge direction of the steel truss girder bridge, the first pipeline space body is located above the second pipeline space body, and a pipeline support used for containing pipelines is arranged between the first pipeline space body and the second pipeline space body. Multifunctional combined construction of the road and the pipeline is achieved, various traffic and municipal demands under the condition of river crossing, river crossing and other channel resource shortage conditions are met, the public pipe combined construction design can reduce the cost and resource occupation of independent construction of a pipeline bridge, meanwhile, the pipeline and the road are integrated in the same bridge structure, and the construction cost is reduced. And unified maintenance and management are facilitated.

The utility model discloses a vertical supporting device for steel truss girder incremental launching construction. The vertical supporting device for steel truss girder incremental launching construction comprises a lifting cushion base, a jacking mechanism and a supporting mechanism. A slot with an upward opening is formed in the top of the dip pad base; the jacking mechanism is installed in the inserting groove and is configured to stretch out and draw back in the height direction. The supporting mechanism comprises a lifting cushion block, and a steel plate and a wood plate which are crosswise arranged at the top of the lifting cushion block in the height direction; wherein the lifting cushion block is connected to the top of the jacking mechanism. In the pushing process of the steel truss girder bridge, the vertical supporting device for pushing construction of the steel truss girder bridge can quickly increase the height, can save manpower and improves the construction efficiency of the steel truss girder bridge.

The application relates to a large-span long-connection highway-railway combined continuous steel truss beam large-tonnage support post-installation construction method, which comprises the following steps: installing temporary supports; erecting a steel truss beam and a highway bridge deck; respectively lifting the steel beams at the top of each pier, constructing a wet joint in the negative bending moment area of the top of the pier, tensioning horizontal and vertical prestress, lowering the beam, and folding each steel truss beam to install the steel truss beams into an integrated continuous steel truss beam; installing a slide corresponding to the position of the middle truss of the steel truss bridge, lifting the integrated continuous steel truss beam; removing the temporary supports, installing formal supports, and pouring grouting into the formal supports; curing the completed formal supports, and lowering the integrated continuous steel truss beam onto the formal supports after the curing is completed. According to the application, the temporary supports are first installed, then the steel truss beams are assembled, and finally the steel truss beams are lifted and assembled; the formal supports are installed through the slide, the technical problem of the difficulty in installing the formal supports in a narrow construction space is effectively solved, and the installation precision and quality of the formal supports are ensured.

The utility model discloses a sewage treatment settling pond which comprises a sewage settling pond, a sewage discharge pipe is arranged at the bottom end of the sewage settling pond, a truss bridge is arranged at the top end of the sewage discharge pipe, a central operation table is arranged in the middle of the truss bridge, and a high-power asynchronous motor is arranged at the center of the central operation table. The truss bridge is mounted on the sewage sedimentation tank, and the high-power asynchronous motor is mounted in the middle of the truss bridge, so that the high-power asynchronous motor can drive the rotary column to rotate, and the cross beam at the bottom end of the rotary column drives the two groups of scrapers to rotate along the bottom of the sewage sedimentation tank; the sludge at the bottom of the sewage sedimentation tank is scraped by the two groups of scrapers in the rotating process, so that the sludge outside the two groups of scrapers gradually gets close to the middle of the bottom end of the sewage sedimentation tank and is discharged outwards along the blow-off pipe, the sludge at the bottom of the sewage sedimentation tank can be effectively cleaned, and the cleaning difficulty of the sludge is reduced.

The present invention discloses a rapid transport device for an integral steel truss bridge, comprising a vehicle plate, a plurality of moving components are arranged at the bottom of the vehicle plate, a first bevel gear is arranged on the moving component in the middle, and a transmission component is arranged above the first bevel gear; a support seat is rotatably arranged at the top of the vehicle plate, a placement plate is fixedly connected to the top of the support seat, two support components are rotatably arranged inside the placement plate, a limit assembly is arranged on the left side of the placement plate, and the placement plate can be horizontally limited by the limit assembly. The present invention not only facilitates the self-propelled device, but also uses the power of the vehicle itself to drive when turning, reducing the cost of the equipment, and can also support and limit the placement plate, which is beneficial to the safety of transportation.

The present invention discloses a cable-stayed load adjustment system for the reinforcement of a rigid truss bridge, which comprises a cable-stayed tower and cable-stayed cables; the cable-stayed tower is mainly composed of a tower frame and a working platform, the working platform is fixed at the top of the tower frame, saddles and cable ducts are installed around the working platform, and the cable-stayed cables pass through the cable ducts. Accordingly, the inventor also establishes a corresponding reinforcement method, places the cable-stayed load adjustment system at the bridge pier, and performs cable-stayed load adjustment on the lower chord of the rigid truss bridge through the cable-stayed cables, so that the force system of the rigid truss bridge is transformed to effectively adjust the internal force of the bridge structure and improve the distribution of the internal force. Applying the present invention makes the internal force distribution of the reinforced bridge more reasonable, can greatly improve the problems of low bearing capacity and small stiffness of the rigid truss bridge, and gives full play to the strength of the reinforcement materials, achieving the purpose of improving the bearing capacity and structural durability of this type of bridge structure, and having good engineering popularization value.

The invention discloses a rapid skeleton modeling method based on CATIA. Automatic modeling of a steel truss skeleton is achieved through a bridge parameter EXCEL table and a packaged UDF. The method comprises the steps of calling parameter table data by utilizing an EKL language, generating and numbering upper / lower chord nodes in batches, generating chord members, web members and transverse connection lines, constructing a geometric figure set, calling UDF to generate an envelope body model, and supporting a parameter modification rapid iteration model. Structured numbering is adopted for nodes and components, and quick replacement is achieved by associating a section parameter library. The UDF has sweeping and cross section functions, entity generation is driven through a sub geometric figure set, and the node plate is automatically generated through chord member / web member connecting lines. According to the method, modeling efficiency and parameterization level are improved, and the method is suitable for rapid design of steel truss bridges of different structural forms.

The present application relates to a combined cushion stone structure and design method for installing a damper, comprising a cushion stone concrete and a steel frame, wherein one side of the cushion stone concrete is near the center of the pier, and the other side is near the edge of the pier, and a damper installation area is formed on the top surface of the cushion stone concrete near the edge of the pier; the steel frame comprises a frame body, an anchor bolt connector and a pier connector, wherein the frame body is arranged inside the cushion stone concrete; the anchor bolt connector is fixed to the steel frame, and the top of the anchor bolt connector passes through the damper installation area and forms an anchor bolt reserved hole; the pier connector is fixed to the bottom of the steel frame, and its bottom extends out of the bottom of the cushion stone concrete. When in use, it can be set at the edge of the pier beyond the pier top range and can also resist the horizontal force generated by the large-tonnage damper, so that the pin base on the steel truss bridge damper beam can be set at the lower chord node just above the center of the pier or main tower beam, reducing the structural length of the damper, enhancing its stability, and saving engineering costs.

The present invention discloses a method for erecting segments of a multi-span continuous steel truss bridge constructed jointly by road and rail. The method comprises sequentially arranging a trestle, temporary piers, a crawler crane, and a fully revolving crane assembly platform. Two fully revolving cranes are respectively assembled and arranged on the long-distance side and the short-distance side. The method adopts a construction scheme of temporary pier-assisted semi-cantilever installation. Four temporary piers are pre-arranged between two adjacent main piers of the approach section on one side, and one temporary pier is pre-arranged between the remaining main piers. The crawler crane on the trestle is then used to install four inter-segment steel trusses on the main pier and the four temporary piers. The upper chord of the temporary pier serves as a starting platform for cantilever assembly. Two fully revolving beam erection cranes are then assembled on the starting platform to symmetrically install the remaining inter-segment steel beams on the short-distance side and the long-distance side. The present invention adopts cantilever assembly of steel trusses, realizing cantilever assembly of multi-span steel trusses and synchronous lifting and lowering control of large-span steel trusses. It does not require the erection of a large number of assembly supports, and only requires one set of temporary piers, thereby improving construction efficiency.

The invention relates to the technical field of pre-tightening force detection, in particular to an automatic detection method and system for the pre-tightening force of a high-strength bolt group of a steel truss bridge, and the method comprises the steps: screening out a bolt connected domain from an image of each connection node; the difference of impedance signals between each bolt connected domain and other bolt connected domains is analyzed, and the discrete degree of texture feature values of all edge pixel points in each bolt connected domain and the difference between the maximum value of the impedance signal of each bolt connected domain and the maximum value of all impedance signals at the corresponding connection node are combined. Screening out a suspected abnormal connected domain according to the shape feature value and the shape feature value; and determining a bolt replacement coefficient of each connection node so as to detect the pre-tightening force of the high-strength bolt group at each connection node. According to the invention, the external deformation and internal loosening conditions of the bolt are comprehensively considered, so that the detection precision of the pretightening force of the high-strength bolt on the steel truss bridge is improved.

1. Name of the design product: Bridge (Wave-shaped Truss Bridge). 2. Use of the design product: For bridges and transportation. 3. Design key points of the design product: Lies in the shape. 4. Picture or photograph that best shows the design key points: Perspective view 1. 5. Other situations that need to be explained: The enlarged view of part A is the enlarged view of the area of part A in perspective view 1, the enlarged view of part B is the enlarged view of the area of part B in the top view, and the enlarged view of part C is the enlarged view of the area of part C in the bottom view.

This invention relates to the field of steel truss bridge installation technology, and proposes a steel truss bridge construction and installation system for installing steel trusses onto bridge piers. The system includes hoisting equipment, temporary supports, a movable lifting support, a movable adjustment frame, and a limiting bracket. Two rows of bridge piers are constructed across a river, with multiple temporary supports spaced apart between two piers in the same row. A movable lifting support is positioned between the two rows of temporary supports, and its lifting is achieved through a scissor mechanism. Several movable adjustment frames are movably mounted on both sides of the upper end of the movable lifting support. A limiting bracket is located on the upper end of the temporary supports, away from the movable lifting support, and moves up and down through a limiting plate to abut against the steel truss. This invention achieves rapid positioning through the movable lifting support, movable adjustment frame, temporary supports, and limiting bracket, simplifying the positioning operation and improving construction efficiency.

The application is a construction method of long-line multi-connected steel truss bridge, comprising the following steps: erecting steel truss assembling support on the first bridge pier side of the long-line steel truss bridge; using crawler crane to assemble the first group of steel truss segments above the steel truss assembling support of the first bridge pier side; immediately paving the lower railway bridge deck after assembling one steel truss segment; setting temporary supporting pads on the top of the second bridge pier on the left side and the third bridge pier on the right side, taking the first bridge pier as the starting point; respectively installing the second group of steel truss segments to the two sides with the first group of steel truss segments as the center; continuing to assemble the next group of steel truss segments to the two sides until the whole long-line steel truss bridge is erected. The application combines the paving sequence of the bridge deck in the longitudinal and transverse directions with the erection and falling sequence of the steel truss, effectively controlling the cracks of the concrete bridge deck.

The present invention discloses a calculation method for the factory - made camber of a long - span N - type steel truss bridge. The existing calculation methods for factory - made camber will generate camber stress and require repeated trial calculations. The present invention calculates the coordinates of each node of the 1# and 2# segments after considering the theoretical camber at the lower chord node; calculates the accurate length of the 2# upper chord, rounds it off, and then calculates the factory - made camber of the 2# lower chord node according to the geometric relationship between the lower chord, vertical web members, and diagonal web members; rounds off the accurate length between the upper chord nodes of the segments on both sides of the mid - span to obtain Lz. If it is an even number, the designed length of the upper chord on both sides of the mid - span is Lz / 2. If it is an odd number, the designed length of the upper chord on one side of the mid - span is (Lz + 1) / 2, and the other side is (Lz - 1) / 2; calculates the coordinates of the upper chord node at the mid - span position and the factory - made camber of the lower chord node on the right side of the mid - span. The present invention is concise, fast, and accurate in results, obtaining an ideal linear shape of the steel truss bridge.

The combined padstone structure comprises padstone concrete and a steel framework, one side face of the padstone concrete is the side close to the center of a pier, the other side face of the padstone concrete is the side close to the edge of the pier, and a damper mounting area is formed on the side, close to the edge of the pier, of the top face of the padstone concrete; the steel framework comprises a framework main body, an anchor bolt connecting piece and a pier connecting piece, and the framework main body is arranged in the padstone concrete; the anchor bolt connecting piece is fixed to the steel framework, and the top of the anchor bolt connecting piece penetrates out of the damper mounting area and is provided with an anchor bolt reserved hole; and the bottom of the pier connecting piece extends out of the bottom of the padstone concrete. When in use, the hinge pin base can be arranged on the edge of a pier beyond the range of the pier top and can resist horizontal force generated by a large-tonnage damper, so that the hinge pin base on the steel truss bridge damper beam can be arranged on the pier or a lower chord node right above the center of a main tower cross beam, the structural length of the damper is reduced, the stability of the damper is enhanced, and meanwhile the construction cost is saved.

This application relates to the field of bridge technology, and in particular to a double-layer steel truss bridge structure, comprising an upper bridge, a lower bridge, and two supporting columns erected between the upper and lower bridges. The lower bridge is supported on a lower crossbeam, and the upper bridge is supported on an upper crossbeam. The two supporting columns are erected on the lower bridge, with their tops supporting the bottom of the upper bridge. A connecting truss is provided between the two supporting columns, with its left and right ends connected to the two supporting columns, respectively. The purpose of this application is to effectively solve the problem of poor support stability of the upper bridge structure in a double-layer bridge structure.

The utility model relates to the technical field of bridge maintenance, and particularly discloses a steel truss girder structure bridge maintenance construction overhauling device which comprises a secondary cross beam, a connecting assembly, a frame and a walking track, the frame and the walking track are arranged in the longitudinal direction, the secondary cross beam is fixedly connected to the lower portion of an upper cross beam of a bridge, and the connecting assembly is detachably fixed to the secondary cross beam of the bridge. Pulleys are detachably connected to the lower portions of the connecting assemblies and located in the walking rails, and the frame is detachably fixed to the lower portions of the walking rails and located between every two adjacent web members. Two groups of secondary cross beams and connecting assemblies are symmetrically arranged along the longitudinal center line of the frame, each group is provided with a plurality of secondary cross beams and a plurality of connecting assemblies, and the walking track is detachably connected with a limiting assembly for preventing the walking track from moving. The utility model aims to solve the problems that the existing overhauling device is not suitable for a steel truss structure bridge, so that the overhauling process is tedious in steps, long in consumed time and inconvenient to use.

The utility model belongs to the technical field of bridge construction temporary supports, and particularly relates to a steel truss bridge sliding pushing support which comprises a first support body, a second support body and a connecting assembly. The first frame body comprises a plurality of first stand columns, a first longitudinal horizontal connection beam and a first guide rail. The two ends of the first longitudinal horizontal connection beam are fixedly connected with the two adjacent first stand columns. The first guide rail is horizontally arranged; the second frame body comprises a plurality of second stand columns, a second longitudinal horizontal connection beam and a second guide rail. The two ends of the second longitudinal horizontal connection beam are fixedly connected with the two adjacent second stand columns. The second guide rail is horizontally arranged; the first guide rail and the second guide rail are arranged at the same height; the connecting assembly comprises a transverse lower connecting rod and a transverse upper connecting rod which connect the first stand column and the second stand column together. The utility model has better integrality and stability; the stable bearing capacity of the stand column is improved.

The application relates to the field of steel truss bridges, and discloses a sectional steel truss bridge which comprises multiple trusses, each of the trusses comprises a road surface plate and two side support frames, one side of each of the side support frames is hinged with multiple support cross beams, the multiple support cross beams connected to the same side support frame are arranged at intervals along the length direction of the side support frame, an adjusting mechanism is arranged on each of the side support frames, the multiple support cross beams located on the same side support frame are connected with the adjusting mechanism corresponding to the side support frame, the adjusting mechanism is used for driving the multiple support cross beams to rotate, and the road surface plate is connected to the multiple support cross beams. The application has the effects of improving the speed of construction personnel in splicing the steel truss bridge on the construction site and improving the installation efficiency of the steel truss bridge on the construction site.

The invention relates to the technical field of bridges, in particular to a temporary pipe support stable assembly type truss structure bridge and a mounting method thereof. Comprising a bridge floor which is transversely arranged on a plurality of bridge pier supports; the trusses are arranged on the two sides of the bridge floor in the width direction, each truss is formed by fixing a plurality of steel truss sections, and each truss comprises a truss upper chord and a truss lower chord; and the bridge portal frames are longitudinally arranged on the two sides of the bridge floor in the length direction and fixed to the two trusses. The truss is formed by fixing a plurality of steel truss sections, and in the process that the steel truss sections are assembled one by one on a construction site, accurate positioning and stable assembly of the Golomery steel truss sections are achieved in a temporary pipe support stable assembly mode; the problems that transportation is inconvenient and construction flexibility is low due to the fact that the whole truss is directly installed and assembled are solved, follow-up multiple times of matching, adjusting and installing are not needed, the construction and installing period is shortened, input cost is reduced, construction safety is improved, and potential safety hazards are avoided.

The invention discloses an in-service steel structural member stress in-situ detection method based on a structural axial force equivalent stiffness principle. The method comprises the following steps: firstly, determining a to-be-measured rod piece and a support form of the to-be-measured rod piece, and recording the deflection increment of the rod piece under load application by installing displacement measuring devices at the two ends and the middle position of the rod piece; calculating to obtain the rotational rigidity of the end part of the rod piece, and then calculating to obtain the flexural rigidity of the rod piece according to the load applied by the measuring point and the obtained displacement; and finally, based on an equation obtained by the relation between the flexural rigidity of the axial force equivalent negative rigidity and the axial force, calculating to obtain the axial force and the section stress borne by the rod piece. According to the invention, the stress state of the in-service steel structure rod member mainly based on axial force can be directly detected, and an initial state result does not need to be used for difference; the method can greatly simplify the stress state of the in-service structure and evaluate the safety of the in-service structure, and can be widely applied to stress state detection of in-service steel truss bridges, space trusses, large trusses and other members taking axial force as main rods.

The utility model provides a simple angle steel truss beam -like bridge support device relates to the field of building construction technique, including the masonry wall, the surface of masonry wall is equipped with the opening, the surface of masonry wall and be located the opening top is equipped with the embedded hole, the both sides inner wall of opening and be close to top all are equipped with the embedded groove, the inside of opening and embedded groove inserts has the upper angle steel and lower angle steel respectively, the top between upper angle steel and lower angle steel bottom between all equal interval welding has the inlay board. In the utility model, the temporary support setting procedure is saved, the construction process is simplified, the construction preparation workload is reduced, the construction time is shortened, the masonry in angle steel truss is reserved, need not new pouring concrete, reduces concrete, form and other material use, reduces the cost, also fits the green construction concept, avoids the concrete maintenance period, and the construction procedure is more compact, significantly improves the construction progress, helps the project fast advance.

A method for longitudinal shift and closure construction above a railway station for a double-rotating steel truss bridge. The method includes the following steps: longitudinal pre-biased assembly of a single-side steel truss; installation of a protective trolley at the front end of the closure of the steel truss; rotation of the steel truss; movement of the protective trolley to the closure mouth; longitudinal movement of the steel truss on the longitudinal movable support; and closure construction. The effect of the present invention is that the closure mouth of the steel truss is in the form of a single interface, which reduces the number of rod closure points and is more conducive to accelerating the closure speed and controlling the closure accuracy. Before the steel truss is rotated, a closed protective trolley is installed at each end of the beam on both sides. After the rotation is completed, the two protective trolleys are first pushed to the closure mouth and connected into a whole, so that the closure mouth is in a fully closed state, which can ensure the operational safety of the existing railway during the construction process. After the steel truss is rotated, the longitudinal jacking docking is achieved by utilizing the displacement of the longitudinal movable support on the single-side beam body, which can achieve rapid closure and reduce the construction period above the existing railway.